(4) Special requirements.
(d)
Joint
reinforcement.
Joint
reinforcement will not be used in the calculation of
(a)
Excluded materials.
The following
shear strength.
materials will not be used as part of the structural
system:
(e) Mechanical splices. Mechanical splices
will develop 125 percent of the specified yield
1. In areas where SDS $0.50, glass block,
strength of the bar in tension, except that for
non-load-bearing masonry units, plastic cement,
masonry cement, and mortar with more than 11/4
compression bars in columns that are not part of the
seismic system and are not subject to flexure, the
parts by volume of hydrated lime or lime putty per
compressive strength only need be developed.
one part of Portland cement.
(f)
Cavity walls.
Cavity walls are not
2. In areas where SDS $ 0.75, glass block,
practical for use as shear walls because each wythe
non-load-bearing masonry units, plastic cement,
individually, and both wythes acting together in
masonry cement, and mortar with more than 1/2 part
proportion to their relative rigidities, must be capable
by volume of hydrated lime or lime putty per one part
of carrying the required loads. It is usually much
of Portland cement.
more economical to construct a two-wythe cavity-
(b)
Stacked bond. Since a running bond
type wall by using an interior structural wythe and an
pattern is the strongest and most economical, the
exterior nonstructural anchored veneer wythe. See
criteria in this document are based upon each wythe
Chapter 10 for requirements for anchored veneer.
of masonry being constructed in a running bond
pattern. The use of a stacked bond pattern will be
(g)
Drawings.
The locations of control
restricted to reinforced walls essential to the
joints and the identification of structural and
architectural treatment.
Filled-cell masonry or
nonstructural walls and partitions for all masonry
grouted masonry will be used.
For filled-cell
construction will be shown on preliminary and
masonry, open-end blocks will be used and so
contract drawings. On contract drawings, complete
arranged that closed ends are not abutting, and all
details for masonry, reinforcement, and connections
head joints are made solid, and bond beam units shall
to other elements will be shown.
Detailing
be used to facilitate the flow of grout.
procedures outlined in ACI 318 are generally
applicable to reinforced masonry.
(c) Height limit. Unit masonry construction
designed in accordance with the empirical procedure
(5) Acceptance criteria.
of ACI 530 will not be used for shear walls where the
height of the building exceeds the limits given in
(a) Response modification factors, R, for
Table 7-6.
Performance Objective 1A are provided in Table 7-1.
7-41
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